CN102912889A - Double-face inclined rib anti-buckling damping steel plate wall - Google Patents
Double-face inclined rib anti-buckling damping steel plate wall Download PDFInfo
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- CN102912889A CN102912889A CN2012104377173A CN201210437717A CN102912889A CN 102912889 A CN102912889 A CN 102912889A CN 2012104377173 A CN2012104377173 A CN 2012104377173A CN 201210437717 A CN201210437717 A CN 201210437717A CN 102912889 A CN102912889 A CN 102912889A
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Abstract
The invention relates to a double-face inclined rib anti-buckling damping steel plate wall. The double-face inclined rib anti-buckling damping steel plate wall comprises a built-in steel plate, inclined steel plate reinforcement ribs, steel base plates, steel columns, steel beams, angle plates and base plates, wherein the inclined steel plate reinforcement ribs are arranged on two sides of the built-in steel plate and are respectively parallel to diagonals of the built-in steel plate; the inclined steel plate reinforcement ribs on the same side are parallel; the inclined steel plate reinforcement ribs on the opposite sides are crossed; the inclined steel plate reinforcement ribs on the two sides are connected with the built-in steel plate through bolts, nuts and the steel base plates at the crossed part of the inclined steel plate reinforcement ribs; the built-in steel plate is connected with the steel beams through the bolts; the bolts are arranged at crossed parts of the inclined steel plate reinforcement ribs; the base plates are arranged between the inclined steel plate reinforcement ribs; and the angle plates are arranged on the outer sides of the inclined steel plate reinforcement ribs and the outer sides of the base plates. The double-face inclined rib anti-buckling damping steel plate wall is relatively high in vertical rigidity and horizontal rigidity; the earthquake resistance performance of a steel plate shear wall is improved; the steel plate shear wall and a damper are combined; and the double-face inclined rib anti-buckling damping steel plate wall can be widely applied to damping and earthquake resistance of steel structures and reinforced concrete structures.
Description
Technical field
The present invention relates to a kind of Wasted-energy steel plate wall of building structure, particularly relate to a kind of two-sided diagonal rib buckling and energy consumption preventing steel plate wall of building structure.
Background technology
Earthquake disaster has sudden and crushing, and the safety of human life, property in serious threat.Annual failure earthquake is nearly thousand times in the world, and a violent earthquake can cause the economic loss of more than one hundred billion dollar, causes the hundreds of thousands people dead or serious wounded or disabled.China is located in the world on two most active earthquake zones, is one of the most serious country that suffers disaster from an earthquake, and the casualties that earthquake causes occupies first place in the world, and economic loss is also very huge.In the earthquake considerable damage of building with collapse, be the immediate cause that causes earthquake disaster.When earthquake occured, ground vibration caused the earthquake response of structure.Be fixed in the building structure on ground for the basis, its reaction is along successively amplifying highly from top to bottom.Because the earthquake response (acceleration, speed or displacement) of works a part is excessive, makes the heavy damage of main body load-carrying members even collapse; Although or agent structure do not destroy, the breaking-up such as architectural coating, finishing or other non-structure accessory and cause heavy losses; Or indoor expensive instrument, damage of facilities cause serious loss or secondary disaster.For fear of the generation of above-mentioned disaster, people must control the earthquake response of structural system, and eliminate " amplifier " effect of structural system.
20 beginnings of the century, the computational methods that large gloomy professor Fang Ji of Japan proposes and the seismic coefficient method of helping wild sharp weapon doctor proposition are not all considered the dynamic characteristics of structure, successors are referred to as the static(al) theory of seismic design, in order to resist earthquake, tend to adopt firm building structure more, i.e. " rigid structural system ", but this structural system is difficult to real the realization, also uneconomical, only have the important building of only a few to adopt this structural system.Development along with society, building is more and more huger, complicated, and people have had higher requirement to safety of building, and the target of setting up defences that therefore will reach expection in rational economic limit is more difficult, between safety and economy, people face dilemma.Secondly, people to the understanding of earthquake not enough, predict thing earthquake response earthquake response actual with it also has certain distance, thereby the seismic measures of taking is also not exclusively reasonable.Break through the first time of antidetonation theoretical developments is in early 1950s, and the people such as the M A Biot of the U.S. propose the reacting spectrum theory of seismic design.At this moment people begin to consider that the dynamic characteristics between earthquake motion and the building concerns, have proposed " ductility structural system ".Compare with method for designing the earliest, Ductility Design Method is with the thought of energy being carried out " dredging ", so it has certain science.Yet works will stop the vibration reaction, must carry out power conversion or consumption.This Aseismic Structure System, damaging appears in earthquake in admissible structure and supporting member (post, beam, node etc.), namely rely on the damage of structure and supporting member to consume most of energy, often cause structural element heavy damage even collapse in earthquake, this be to a certain extent unreasonable also be unsafe.Progress and expanding economy along with society, people require also more and more higher to antidetonation shock attenuation, windproof, some important building (such as memorial architecture, the modern architecture of decorating costliness and nuclear power station etc.) does not allow structural element to enter inelastic state, the application of " ductility structural system " is restricted day by day, and these all become reality that the Structural Engineering technician faces and great problem.The various countries scholar actively is devoted to exploration and the research of new Aseismic Structure System, and U.S. mat scholar Yao Zhiping of Chinese origin (J T P Yao) professors in 1972 have clearly proposed the concept of vibration control of civil engineering structure for the first time.Yao thinks that the performance of structure can be controlled by control device, so that they under the environmental load effect, can remain in the scope of an appointment, for guaranteeing safety, displacement structure needs restriction, considers that from occupants's comfort aspect acceleration needs restriction.Vibration control of civil engineering structure can alleviate reaction and the damage accumulation of structure under the dynamic actions such as earthquake, wind, vehicle, wave, stream, ice effectively, effectively improves the shock resistance of structure and combats a natural disaster performance.The antidetonation theory enters again a new developing stage like this.
Steel plate shear wall structure is a kind of novel lateral resisting structure system that 20 century 70s grow up.Steel plate shear force wall is made of embedded steel plate, vertical edges member (post) and horizontal edge member (beam), its holistic resistant behavior is similar to the vertical semi girder of bottom build-in, wherein the vertical edges member is equivalent to flange of beam, embedded steel plate is equivalent to web, and the horizontal edge member can Approximate Equivalent be transverse stiffener then.Embedded steel plate can adopt without stiffening rib and the structural form that stiffening rib is arranged.Steel plate shear force wall without stiffening rib can take full advantage of the Post-Bucking Strength of steel plate under severe earthquake action, and has good ductility and energy dissipation capacity.The steel plate shear force wall of putting more energy into then can limit flexing outside the plane of steel plate, thereby improves the flexing bearing capacity of structure, helps to strengthen lateral deformation stiffness and the convenient construction of structure under wind and little shake effect.Add concrete shear wall structure system with traditional steel frame or steel frame and compare, steel plate shear wall structure has thin thickness, from heavy and light, the advantage such as construction speed is fast and ductility is good.Existing achievement in research and case history show that steel plate shear force wall is a kind of Lateral Resistant System that has very much development potentiality, are particularly useful for highrise building and seismic hardening that high-intensity earthquake is set up defences and distinguished.In the past few decades, the various countries scholar has carried out the research of many tests and theoretical side to this structure.These researchs have all obtained common conclusion: this structural elasticity initial stiffness is high, displacement ductility is large, Hysteresis Behavior is stable.
At present the Wasted-energy steel plate wall of research and development has China Patent No. 200810034557.1 to disclose a kind of name to be called " high-rise vertical shearing energy-consuming steel plate wall structure system " patent of invention.
Yet some Wasted-energy steel plate walls produce flexing easily at present, also have the plasticity distribution of some Wasted-energy steel plate walls more concentrated, are unfavorable for power consumption, and these all need to be solved preferably.
Summary of the invention
The object of the present invention is to provide a kind of two-sided diagonal rib buckling and energy consumption preventing steel plate wall, it can effectively solve the steel plate buckling problem, improves the energy dissipation capacity of structure.Utilize the power consumption effect of two-sided diagonal rib buckling and energy consumption preventing steel plate wall can reduce the earthquake response of building structure, building structure is played a very good protection.
In order to realize purpose of the present invention, the technical solution used in the present invention is:
Fill out steel plate, oblique steel plate stiffening rib, billet, steel column, girder steel, gusset and backing plate in two-sided diagonal rib buckling and energy consumption preventing steel plate wall includes, in fill out steel plate both sides oblique steel plate stiffening rib all is set; Oblique steel plate stiffening rib is parallel with the interior diagonal of filling out steel plate respectively; The oblique steel plate stiffening rib of homonymy be arranged in parallel, and the oblique steel plate stiffening rib of heteropleural is arranged in a crossed manner.Oblique steel plate stiffening rib infall adopt bolt, nut and billet with both sides oblique steel plate stiffening rib with in fill out steel plate and be connected.In fill out steel plate and girder steel is with bolts, bolt is arranged on oblique steel plate stiffening rib infall, between oblique steel plate stiffening rib backing plate is set, the arranged outside gusset of oblique steel plate stiffening rib and backing plate.
The advantage that the present invention has and beneficial effect:
The two-sided diagonal rib buckling and energy consumption preventing steel plate of the present invention wall has larger vertical rigidity and horizontal rigidity, improved the anti-seismic performance of steel plate shear force wall, realized that steel plate shear force wall and energy consumer unite two into one, and can be widely used in the energy-dissipating and shock-absorbing of steel work and reinforced concrete structure.It has a series of superior characteristics such as supporting capacity is high under the geological process, anti-side rigidity is large, energy dissipation capacity is strong, have good anti-seismic performance, ductility and hysteretic energy ability, be a kind of superior energy dissipation member, effectively solve the steel plate buckling problem, improve the energy dissipation capacity of structure.Utilize the power consumption effect of two-sided diagonal rib buckling and energy consumption preventing steel plate wall can reduce the earthquake response of building structure, building structure is played a very good protection.
Description of drawings
Fig. 1 is the two-sided diagonal rib buckling and energy consumption preventing steel plate of the present invention wall floor map;
Fig. 2 is Figure 1A-A generalized section;
Among the figure, 1 fills out steel plate in being; 2 is oblique steel plate stiffening rib; 3 is bolt; 4 is nut; 5 is billet; 6 is steel column; 7 is girder steel; 8 is gusset; 9 is backing plate.
The specific embodiment
The present invention is described in detail below in conjunction with technical scheme with reference to accompanying drawing.
Such as Fig. 1 ~ shown in Figure 2, in including, fills out on the two-sided diagonal rib buckling and energy consumption preventing steel plate of the present invention wall steel plate 1, oblique steel plate stiffening rib 2, billet 5, steel column 6, girder steel 7, gusset 8 and backing plate 9, the inside and outside both sides of filling out steel plate 1 in described all arrange oblique steel plate stiffening rib 2, and oblique steel plate stiffening rib 2 is parallel with the interior diagonal of filling out steel plate 1 respectively; The oblique steel plate stiffening rib 2 of homonymy be arranged in parallel, the oblique steel plate stiffening rib 2 of heteropleural is arranged in a crossed manner, oblique steel plate stiffening rib 2 infalls adopt bolt 3, nut 4 are connected with billet both sides oblique steel plate stiffening rib 2 with in fill out steel plate 1 and be connected, in to fill out steel plate 1 with bolts with girder steel 7, bolt is arranged on oblique steel plate stiffening rib 2 infalls, between oblique steel plate stiffening rib 2, backing plate 9 is set, the arranged outside gusset 8 of oblique steel plate stiffening rib 2 and backing plate 9.
Mounting method of the present invention is as follows:
At first according to the size that engineering is actual fills out steel plate 1 in determining, determine screwhole position; Determine the size of oblique steel plate stiffening rib 2 and backing plate 9.In being fixed on the oblique steel plate stiffening rib 2 in both sides, employing bolt 3, nut 4 and billet 5 fill out on the steel plate 1; Adopt again bolt 3, nut 4 and billet 5 will in fill out steel plate 1 and be installed on girder steel and the steel column.
Claims (1)
1. two-sided diagonal rib buckling and energy consumption preventing steel plate wall, it is characterized in that: fill out steel plate (1), oblique steel plate stiffening rib (2), billet (5), steel column (6), girder steel (7), gusset (8) and backing plate (9) in including, the inside and outside both sides of filling out steel plate (1) in described all arrange oblique steel plate stiffening rib (2), and oblique steel plate stiffening rib (2) is parallel with the interior diagonal of filling out steel plate (1) respectively; The oblique steel plate stiffening rib (2) of homonymy be arranged in parallel, the oblique steel plate stiffening rib (2) of heteropleural is arranged in a crossed manner, adopt bolt (3) at oblique steel plate stiffening rib (2) infall, nut (4) is connected 5 with billet) with the oblique steel plate stiffening ribs in both sides (2) with in fill out steel plate (1) and be connected, in to fill out steel plate (1) and girder steel (7) with bolts, bolt is arranged on oblique steel plate stiffening rib (2) infall, backing plate (9) is set, the arranged outside gusset (8) of oblique steel plate stiffening rib (2) and backing plate (9) between oblique steel plate stiffening rib (2).
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| CN2012104377173A CN102912889A (en) | 2012-11-06 | 2012-11-06 | Double-face inclined rib anti-buckling damping steel plate wall |
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| CN2012104377173A CN102912889A (en) | 2012-11-06 | 2012-11-06 | Double-face inclined rib anti-buckling damping steel plate wall |
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Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103161239A (en) * | 2013-04-09 | 2013-06-19 | 东南大学 | U-steel anti-bending steel plate shearing energy absorber |
| CN103437456A (en) * | 2013-08-08 | 2013-12-11 | 欧进萍 | Anti-buckling oblique notching steel plate energy dissipation shear wall |
| CN103615058A (en) * | 2013-12-03 | 2014-03-05 | 北京六建集团有限责任公司 | Constraint steel plate structure of super high-rise steel plate concrete shear wall and construction method thereof |
| CN104389364A (en) * | 2014-11-20 | 2015-03-04 | 沈阳建筑大学 | Profiled steel plate concrete reinforcing steel plate energy dissipation wall |
| CN105178476A (en) * | 2015-09-28 | 2015-12-23 | 沈阳建筑大学 | Steel plate energy-dissipating wall with internally reinforced steel cylinders |
| CN105756228A (en) * | 2014-12-15 | 2016-07-13 | 山东大学 | Multilayer oblique slotted bidirectional arrangement steel plate shear wall |
| CN105756229A (en) * | 2014-12-15 | 2016-07-13 | 山东大学 | Multilayer self anti-buckling steel plate shear wall |
| CN106436969A (en) * | 2016-09-30 | 2017-02-22 | 天津大学 | Intersecting reinforcement profiled steel plate shear wall with broadside slotting |
| CN106639054A (en) * | 2016-11-15 | 2017-05-10 | 沈阳建筑大学 | Assembled type steel plate net outer wrapped concrete shear wall structure based on prefabricated steel structure |
| CN107916732A (en) * | 2017-12-11 | 2018-04-17 | 天津大学 | A kind of grid type steel plate shear force wall and its shear wall system of application |
| CN109024988A (en) * | 2018-08-27 | 2018-12-18 | 西安建筑科技大学 | A kind of double-layer plate shear wall structure put more energy into close rib being easily installed |
| CN110984431A (en) * | 2019-11-26 | 2020-04-10 | 长安大学 | Keel inclined cold-bending steel shear wall with frame constraint |
| CN115758542A (en) * | 2022-11-30 | 2023-03-07 | 中国建筑西南设计研究院有限公司 | Spatial multi-ribbed steel beam floor system analysis method |
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Cited By (17)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103161239A (en) * | 2013-04-09 | 2013-06-19 | 东南大学 | U-steel anti-bending steel plate shearing energy absorber |
| CN103437456A (en) * | 2013-08-08 | 2013-12-11 | 欧进萍 | Anti-buckling oblique notching steel plate energy dissipation shear wall |
| CN103615058A (en) * | 2013-12-03 | 2014-03-05 | 北京六建集团有限责任公司 | Constraint steel plate structure of super high-rise steel plate concrete shear wall and construction method thereof |
| CN103615058B (en) * | 2013-12-03 | 2015-11-18 | 北京六建集团有限责任公司 | A kind of constraint steel plate construction of super high-rise steel plate concrete shear wall and construction method thereof |
| CN104389364A (en) * | 2014-11-20 | 2015-03-04 | 沈阳建筑大学 | Profiled steel plate concrete reinforcing steel plate energy dissipation wall |
| CN105756228B (en) * | 2014-12-15 | 2017-10-31 | 山东大学 | A kind of oblique fluting bidirectional arrangements steel plate shear force wall of multilayer |
| CN105756228A (en) * | 2014-12-15 | 2016-07-13 | 山东大学 | Multilayer oblique slotted bidirectional arrangement steel plate shear wall |
| CN105756229A (en) * | 2014-12-15 | 2016-07-13 | 山东大学 | Multilayer self anti-buckling steel plate shear wall |
| CN105178476A (en) * | 2015-09-28 | 2015-12-23 | 沈阳建筑大学 | Steel plate energy-dissipating wall with internally reinforced steel cylinders |
| CN106436969A (en) * | 2016-09-30 | 2017-02-22 | 天津大学 | Intersecting reinforcement profiled steel plate shear wall with broadside slotting |
| CN106436969B (en) * | 2016-09-30 | 2019-05-07 | 天津大学 | A kind of side intersection of cracking is put more energy into profiled sheet shear wall |
| CN106639054A (en) * | 2016-11-15 | 2017-05-10 | 沈阳建筑大学 | Assembled type steel plate net outer wrapped concrete shear wall structure based on prefabricated steel structure |
| CN107916732A (en) * | 2017-12-11 | 2018-04-17 | 天津大学 | A kind of grid type steel plate shear force wall and its shear wall system of application |
| CN109024988A (en) * | 2018-08-27 | 2018-12-18 | 西安建筑科技大学 | A kind of double-layer plate shear wall structure put more energy into close rib being easily installed |
| CN110984431A (en) * | 2019-11-26 | 2020-04-10 | 长安大学 | Keel inclined cold-bending steel shear wall with frame constraint |
| CN115758542A (en) * | 2022-11-30 | 2023-03-07 | 中国建筑西南设计研究院有限公司 | Spatial multi-ribbed steel beam floor system analysis method |
| CN115758542B (en) * | 2022-11-30 | 2023-08-08 | 中国建筑西南设计研究院有限公司 | Space multi-ribbed steel girder floor system analysis method |
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Application publication date: 20130206 |